Strengthening of columns using concrete jackets depends on friction at the interface between them. So strengthening of edge and corner columns in only one story needs a large cross section area due to the shortage of friction length which leads to architectural issues. This research aims to study strengthening the edge and corner columns using a concrete Jacket in more than one story which increases the friction area between the Jacket and the original column. As a result, the load transferred from original column to the jacket will be increased. Thirteen models were done using ANSYS program to study the effect of various factors on the Jacket capacity such as the number of strengthened floors, the Jacket type (two sides or three sides), and whether there were shear connectors or not. The results showed that in the case of the edge and corner columns, it is preferable to strengthen the column by making a concrete Jacket on at least two or three floors to increase the surface area, which leads to increase the friction and thus increases the capacity of the strengthened column by an acceptable percentage. The results of ANSYS models were compared with the Indian code IS 15988 (2013) and the results were shown differently because the code equations depend on the presence of a full bond between the concrete column and the Jacket, which does not occur, but rather the load is transferred by friction between the Jacket and the original column. Doi: 10.28991/cej-2021-03091716 Full Text: PDF
X iv 4.5. Recommendations for design 85 4.5.1. Selection of the strengthening scheme 85 4.5.2. Selection of the bracket locations. . 86 4.5.3. Design considerations for the post-tensioning tendons and superimposed trusses 88 4.6. Application of the design methodology to actual bridges 89 4.6.1. Strengthening system 1 91 4.6.2. Strengthening system 2 91 4.6.3. Comparison between the different strengthening systems 93 DESIGN EXAMPLE 96 5.1. Using the spreadsheet 97 5.1.1. Retrieving the spreadsheet into LOTUS 1-2-3 99 5.1.2. Getting acquainted with the spreadsheet 100 5.2. Computation of section properties: 101 5.2.1. Section properties of the exterior stringers 101 5.2.2. Section properties of the interior stringers 104 5.2.3. Section properties of the entire bridge cross-section 105 5.3. Computation of vertical loads on the bridge stringers 107 5.3.1. Dead loads 5.3.2. Long-term dead loads 5.3.3. Live loads 5.4. Computation of maximum moments due to vertical loads 5.5. Computation of stresses on the bridge stringers due to vertical loads 5.6. Input of bridge parameters and computation of force and moment fractions 5.7. Computation of overstresses to be removed by strengthening 5.7.1. Allowable stresses 5.7.2. Stresses due to vertical loads at the critical sections 5.7.3. Computation of overstresses at the critical sections V 5.8. Design of the required strengthening system 5.8.1. Choice of strengthening scheme ... 126 5.8.2. Computation of strengthening forces 130 5.8.3. Final design forces 5.9. Check of stresses 5.9.1. Stresses in the bottom flanges of the steel stringers 5.9.2. Stresses in the top flanges of the steel stringers 5.9.3. Stresses in the concrete deck .... 5.10. Accounting for post-tensioning losses and approximations in the design methodology. .
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